Image from page 71 of “Tests on plain and reinforced concrete beams” (1904)
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Identifier: testsonplainrein00blac
Title: Tests on plain and reinforced concrete beams
Year: 1904 (1900s)
Authors: Blackburn, Roy Jabez Brown, Seymour Dewey Engstrom, Roy Victor Mills, Floyd Earl
Subjects: Concrete beams Theses Theses
Publisher:
Contributing Library: University of Illinois Urbana-Champaign
Digitizing Sponsor: University of Illinois Urbana-Champaign
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of numerous interesting facts 1,that come to the notice of those v/ho hrve created a preliminarystudy of the topics described. The following ass.imptions vere made in regard to the dis^trihution of stresses at loads close to the maximum.. The resistingmoment due to concrete in tension may possibly he neglected for evenif such stresses exist, their m.oment would not he great sinceboth the arm and the force would he comparatively smiail. The |compressive pressure in t?ie concrete varies as the three/4 power of the j|deformation. The anxiety required to deform the embedded steela offered amount is the identical as the pressure required to deform the jhar the samxe quantity inder ordinary conditions. Leaving out ofconsideration the tension in the concrete, the com.pression inthe concrete and the tension in the steel type a couple. Get in touch with-ing the distance from the neutral axis to the prime, m, the cen-troid of the compressive stresses computed according to the |second of the above assumptions is 7/ll m from the neutral axis
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32. or 4/11 from t.e prime of t: e beam. Calling the d.ei)th of themetal from the surface, d, the moment arm of the couple isd minus four/11 m. The tension in the steel was computed upon theassumption thr.it the coefficient of elrsticity is 30,000,000.and thtt the elongation of the bar ir: obtained appropriately by themethod explained elsewhere. The solution of the tension and themoment crm provides the resisting moment which ought to be equal tothe bending moment if the assumptions created ai^e appropriate. In thiscomputation no account is taken of the weight of the beam itself,because the values of the deformations utilized do not contain thedeformations due to this load. The outcomes of these computations and a comparison withthe bending moment actually observed is provided in table 30 . Itwill be noticed that te computed values of the resisting mom.entusually fall within 10,*^ of the observed values of the bendingmoment this is as close as we must expe^-t.. the values toagree when we coi-sider that every single inac
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